REVISION RECORD FOR THE STATE OF CALIFORNIA EMERGENCY SUPPLEMENT

Transcription

1 REVISION RECORD FOR THE STATE OF CALIFORNIA EMERGENCY SUPPLEMENT January 1, Title 24, Part 1, California Building Standards Administrative Code PLEASE NOTE: The date of this Emergency Supplement is for identification purposes only. See the History Note Appendix for the adoption and effective dates of the provisions. It is suggested that the section number as well as the page number be checked when inserting this material and removing the superseded material. In case of doubt, rely on the section numbers rather than the page numbers because the section numbers must run consecutively. It is further suggested that the material be retained with this revision record sheet so that the prior wording of any section can be easily ascertained. Please keep the removed pages with this revision page for future reference. Note Due to the fact that the application date for a building permit establishes the California Building Standards Code provisions that are effective at the local level, which apply to the plans, specifications, and construction for that permit, it is strongly recommended that the removed pages be retained for historical reference. Remove Existing Pages Insert Blue Pages 57 through through through through and and through through through through through through and and 142 Item No. 5519S001

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3 CHAPTER 6 SEISMIC EVALUATION PROCEDURES FOR HOSPITAL BUILDINGS ADMINISTRATIVE REGULATIONS FOR THE OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENT (OSHPD) ARTICLE 1 DEFINITIONS AND REQUIREMENTS 1.0 Scope. The regulations in this article shall apply to the administrative procedures necessary to implement the seismic retrofit requirements of the Alfred E. Alquist Hospital Facilities Seismic Safety Act of Application. The regulations shall apply to all general acute care hospital facilities as defined in Section 1.2 of these regulations. 1.2 Definitions. Unless otherwise stated, the words and phrases defined in this section shall have the meaning stated therein throughout Chapter 6, Part 1, Title 24. ALTERNATIVE ANALYSIS means a complete seismic analysis using methodology approved in advance by the Office and meeting the criteria of Article 2, Section 2.7 of these regulations. BULK MEDICAL GAS SYSTEM means an assembly of fixed equipment such as storage containers, pressure regulators, pressure relief devices, vaporizers, manifolds and interconnecting piping that has a capacity of more than 20,000 cubic feet (NTP) of cryogenic medical gas. COMMUNICATIONS SYSTEM means the assembly of equipment such as telephone switchgear, computers, batteries, radios, microwave communications systems, towers and antennas that provide essential internal and external communication links. CONFORMING BUILDING means a building originally constructed in compliance with the requirements of the 1973 or subsequent edition of the California Building Code. CRITICAL CARE AREA means those special care units, intensive care units, coronary care units, angiography laboratories, cardiac catheterization laboratories, delivery rooms, emergency rooms, operating rooms, postoperative recovery rooms and similar areas in which patients are intended to be subjected to invasive procedures and connected to line-operated, electromedical devices. EMERGENCY POWER SUPPLY (EPS) means the source of electric power including all related electrical and mechanical components of the proper size or capacity, or both, required for the generation of the required electrical power at the EPS output terminals. For rotary energy converters, components of an EPS include the prime mover, cooling system, generator, excitation system, starting system, control system, fuel system and lube system (if required). ESSENTIAL ELECTRICAL SYSTEMS means a system as defined in the California Electrical Code, Article 517 Health Care Facilities, Chapter 5, Part 3 of Title 24. FIRE ALARM SYSTEM means a system or portion of a combination system consisting of components and circuits arranged to monitor and annunciate the status of fire alarm or supervisory signal initiating devices and to initiate appropriate response to those signals. FUNCTIONAL CONTIGUOUS GROUPING means a group of hospital buildings, each of which contains the primary source of one or more basic service that are operationally interconnected in a manner acceptable to the Department of Health Services. GENERAL ACUTE CARE HOSPITAL as used in Chapter 6, Part 1 means a hospital building as defined in Section of the Health and Safety Code and that is also licensed pursuant to subdivision (a) of Section 1250 of the Health and Safety Code, but does not include these buildings if the beds licensed pursuant to subdivision (a) of Section 1250 of the Health and Safety Code, as of January 1, 1995, comprise 10 percent or less of the total licensed beds of the total physical plant, and does not include facilities owned or operated, or both, by the Department of Corrections. It also precludes hospital buildings that may be licensed under the above mentioned code sections, but provide skilled nursing or acute psychiatric services only. HOSPITAL EQUIPMENT means equipment permanently attached to the building utility services such as surgical, morgue, and recovery room fixtures, radiology equipment, medical gas containers, food service fixtures, essential laboratory equipment, TV supports, etc. HYBRID STRUCTURE means a structure consisting of an original and one or more additions, constructed at different times, and with lateral-force-resisting systems of different types, or constructed with differing materials or a different design approach. The original building and additions are interconnected and not seismically isolated. NONCONFORMING BUILDING means any building that is not a conforming building. NONSTRUCTURAL PERFORMANCE CATEGORY (NPC) means a measure of the probable seismic performance of building contents and nonstructural systems critical to providing basic services to inpatients and the public following an earthquake, as defined in Article 11, Table 11.1 of these regulations. PRIMARY SOURCE means that building or portion of a building identified by the hospital as housing the main or principal source of a basic hospital service, serving the greatest number of patients, providing the greatest number of patient beds, or having the largest/greatest floor space of the specified basic service. The hospital may submit data to substantiate the primary source through alternative criteria if different than above CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 57

4 PRINCIPAL HORIZONTAL DIRECTIONS means the two predominant orthogonal translational modes of vibration with the lowest frequency. SLENDER SEISMIC RESISTING SYSTEM means any vertical system for resisting lateral forces, such as walls, braced frames or moment frames, with a height to width ratio greater than four for the minimum horizontal dimension at any height. STRUCTURAL PERFORMANCE CATEGORY (SPC) means a measure of the probable seismic performance of building structural systems and risk to life posed by a building subject to an earthquake, as defined in Article 2, Table of these regulations. 1.3 Seismic evaluation. All general acute care hospital owners shall perform a seismic evaluation on each hospital building in accordance with the Seismic Evaluation Procedures as specified in Articles 2 through 11 of these regulations. By January 1, 2001, hospital owners shall submit the results of the seismic evaluation to the Office for review and approval. By completing this seismic evaluation, a hospital facility can determine its respective seismic performance categories for both the Structural Performance Category (SPC) and the Nonstructural Performance Category (NPC) in accordance with Articles 2 and 11 of these regulations Seismic evaluation submittal. Hospital owners shall submit the seismic evaluation report to the Office by January 1, There are no provisions for submittal of the evaluation report after this date. The hospital owners shall submit the evaluation report in accordance with Section 7-113, Application for Plan Report or Seismic Compliance Extension Review and Section 7-133, Fees of Article 3, Chapter 7, Part 1, Title 24. Exceptions: 1. Any hospital facility owner whose building is exempted from the structural evaluation per Section shall not be required to submit a structural evaluation report as specified in Section In lieu of the structural evaluation report, hospital owners shall submit the matrix of construction information for the specified building(s) as noted in Section to the Office by January 1, 2001; 2. Any hospital facility owner whose building is exempted from the nonstructural seismic evaluation per Section shall not be required to submit a nonstructural evaluation report as specified in Section In lieu of the nonstructural evaluation report, hospital owners shall submit the matrix of construction information for the specified building(s) as noted in Section to the Office by January 1, Seismic evaluation format. The evaluation shall consist of the Structural Evaluation and the Nonstructural Evaluation Reports. The reports shall be prepared in conformance with Part 1, Chapter 7, Title 24 and these regulations and prepared as follows: 1. Reports shall be submitted in an 8 1 / 2 x11 format; 2. All site, architectural, and engineering plans shall be formatted on 11- by 17-inch sheets (folded to 8 1 / 2 by 11 inches); 3. Larger sheets, if required to clearly describe the requested information, shall be appended to the reports; and 4. Other supporting documents in addition to those meeting the minimum requirements of Sections and may be appended to the reports Structural evaluation report. The structural evaluation report shall include the following elements: 1. A description of the building, including photographs of the building, and sketches of the lateral force resisting system; 2. The General Sets of Evaluation Statements from the Appendix; 3. A synopsis of the investigation and supporting calculations that were made; 4. A list of the deficiencies requiring remediation to change statement responses from false to true; and 5. The SPC for the building, with comments on the relative importance of the deficiencies Nonstructural evaluation report. The nonstructural evaluation report shall include the following elements: 1. A written description of the evaluation methods and procedures conducted in conformance with Article 11 of these regulations for the determination of the facilities existing compliance. The description shall include the systems and components required for the planned level of nonstructural performance as identified in Table 11.1; Exceptions: 1. Additional evaluations as per Section will be required for any hospital owner electing to obtain a higher NPC at a future date consistent with an approved compliance plan; 2. A complete nonstructural evaluation up to NPC 5 is required prior to the hospital owner selling or leasing the hospital to another party. 2. Provide single line diagrammatic plans (site plan and floor plans) of the following: 2.1 Location of the following areas/spaces: (a) Central supply areas; (b) Clinical laboratory service spaces; (c) Critical care areas; (d) Pharmaceutical service spaces; (e) Radiological service spaces; and (f) Sterile supply areas. 2.2 Diagrammatic or narrative descriptions of the following major building systems where deficiencies are identified that are within the scope of the evaluation, including primary source location or point(s) of entry into the building and major distribution routes of each utility or system. (a) Mechanical systems including: i. Air supply equipment, piping, controls and ducting; 58 JANUARY 1, 2008 SUPPLEMENT 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE

5 ii. Air exhaust equipment and ducting; iii. Steam and hot water piping systems, including boilers, piping systems, valving and components; and iv. Elevators selected to provide service to patient, surgical, obstetrical and ground floors. (b) Plumbing systems including: i. Domestic water supply system, including heating equipment, valving, storage facilities and piping; ii. Medical gas supply system, including storage facilities, manifolding and piping; iii. Fire protection system, including sprinkler systems, wet and dry standpipes, piping systems and other fire suppression systems; and iv. Sanitary drainage system, including storage facilities and piping. (c) Electrical systems, including: i. Essential electrical system, including emergency fuel storage; ii. Internal communication systems; iii. External communication systems; iv. Fire alarm systems; and v. Elevators selected to provide service to patient, surgical, obstetrical and ground floors. 3. A synopsis of the evaluation and all the calculations used in the course of the evaluation for the planned level of nonstructural performance; 4. A list of the deficiencies identified in the course of the evaluation for the planned level of nonstructural performance; 5. Provide an 11- by 17-inch scaled Site Plan which identifies the boundaries of the facility property, locates all buildings, roadways, parking and other significant site features and improvements. Identify boundaries between buildings which were constructed at different times. For all buildings, note the names of the buildings and date of each related building permit. Provide the SPC and NPC for all buildings. Building name/ designation OSHPD (or local building) permit date/ number Governing building code Construction completion date Building type (per Section 2.2.3) SPC NPC 6. Provide the following matrix of construction information for each building of the facility under the acute care license, include the Structural Performance Category (SPC) and Nonstructural Performance Category (NPC) for all hospital buildings (see Tables and 11.1). Identify each building addition separately. For buildings constructed, reconstructed or remodeled under a building permit issued by the Office, provide the OSHPD application number and the date of the initial submittal. 1.4 Compliance plans. A compliance plan shall be prepared and submitted for each building subject to these regulations. All general acute care hospital owners shall formulate a compliance plan which shall indicate the facilities intent to do any of the following: 1. Building retrofit for compliance with these regulations for continued acute care operation beyond 2030; 2. Partial retrofit for initial compliance, with closure or replacement expected by 2002, 2008, 2013 or 2030; 3. Removal from acute care service with conversion to nonacute care health facility use; or 4. No action, building to be closed, demolished or replaced. This plan must clearly indicate the actions to be taken by the facility and must be in accordance with the timeframes set forth in Article 2 (Structural Performance Category- SPC ) and Article 11 (Nonstructural Performance Category- NPC ) of the Seismic Evaluation Procedure regulations Preparation of the compliance plan. The Compliance Plan shall be prepared and submitted in conformance with these regulations in the following format: 1. Compliance Plans shall be submitted in an 8 1 / 2 -by 11-inch format; 2. All site, architectural, and engineering plans shall be formatted on 11- by 17-inch sheets (folded to 8 1 / 2 by 11 inches); 3. Larger sheets, if required to clearly describe the requested information, shall be appended to the compliance plan; and 4. Other supporting documents in addition to those meeting the minimum requirements of Section may be appended to the compliance plan Compliance plan submittal. Hospital owners shall submit the compliance plan to the Office by January 1, 2001, unless the owner requests an extension pursuant to Section The hospital owners shall submit the compliance plan in accordance with Section 7-113, Application for Plan or Report Review and Section 7-133, Fees of Article 3, Chapter 7, Part 1, Title Compliance plan submittal extension. Hospital owners may request an extension from the Office for submission of the compliance plan. Any hospital owner requesting an extension for submittal of the compliance plan shall make such request in writing to the Office up to 180 days prior to, but no later than January 1, The compliance plan must be submitted no later than January 1, All hospital owners requesting an extension for submittal of the compliance plan shall certify to 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 59

6 Building name/ designation Building type (per Section 2.2.3) SPC existing SPC planned NPC existing NPC planned OSHPD that all hospital buildings continuing acute care operation beyond January 1, 2002 meet the standards of NPC 2 by January 1, Compliance plan requirements. Each compliance plan shall contain the following elements: 1. An Existing Site/Campus Description; 2. A Compliance Plan Description; 3. A Compliance Site Plan; 4. A Compliance Plan Schedule; and 5. An Existing and Planned Buildings Matrix Existing site/campus description. If the compliance plan is submitted separately from the seismic evaluation, it will be necessary to resubmit the information as specified in Section , of the Nonstructural Evaluation Report Compliance plan description. Provide a comprehensive narrative description of the Compliance Plan, including the projected schedule for compliance Compliance site plan. Provide Compliance Site Plans, indicating the configuration of the facility at the 2008 and 2030 milestones. The plans shall indicate conforming and nonconforming buildings and identify the final configuration of the facility at each milestone, after completion of compliance measures Compliance plan schedule. Provide a bar graph schedule which describes the schedule for compliance with the SPC and NPC seismic performance categories, indicating the schedule of the following major phases of the plan: 1. Obtain a geotechnical report (if necessary); 2. Architecture and engineering design/construction document preparation; 3. Local approvals; 4. Office review, approval and permitting; 5. Approval of Department of Health Services Licensing and Certification, and any other required licensing; 6. Permanent relocation of acute care services to other buildings or facilities (identify services affected); 7. Temporary/interim relocation of acute care services to other buildings including the duration of the approved program flexibility plan pursuant to Health and Safety Code Section ; 8. Construction period; and 9. Beneficial occupancy Existing and planned buildings matrix. Provide the following matrix of construction information for each building of the facility under the acute care license, include the Structural Performance Category (SPC) and Nonstructural Performance Category (NPC) for all hospital buildings (see Tables and 11.1). Identify each building addition separately Compliance plan update/change notification. Should a hospital owner change an approved Compliance Plan, the hospital shall document any changes and submit for review and approval to the Office an amended Compliance Plan. Changes are defined as alterations to the planned level of seismic performance or compliance schedule. Submittal of an amended compliance plan shall require a hospital owner to comply with one or more of the following provisions, if applicable: 1. A hospital owner shall submit to the Department of Health Services Seismic Safety Unit (DHS) an Office-approved compliance plan that includes interim relocation of general acute care services in accordance with a program flexibility plan pursuant to Health and Safety Code Section This submittal by the hospital owner to DHS shall occur within 30 days of the Office s approval. 2. A hospital owner shall comply with the requirements of Section 1.5.2, Delay in Compliance for any amended compliance plan. 3. A hospital owner amending a compliance plan to attain a higher NPC level will perform a nonstructural evaluation of the systems and components required for the planned level of nonstructural performance identified in Table 11.1, Nonstructural Performance Categories Change in seismic performance category. The SPC or NPC for a hospital building may be changed by the Office from the initial determination in Section or 1.3.4, provided the building has been modified to comply with the requirements of Chapter 34A, Part 2 of Title 24 for the specified SPC or NPC The SPC or NPC for a hospital building may be changed by the Office from the initial determination made per Sections or upon the following: 1. A Seismic Evaluation Report shall be submitted and approved which shall include either or both of the following: 1.1 A structural evaluation report in accordance with Section 1.3.3; 1.2 A nonstructural evaluation report in accordance with Section Exception: To change an NPC 1 hospital building to an NPC 2 under this section, the nonstructural evaluation may be limited in scope to the systems and equipment specified in Section The building has been modified to comply with the requirements of Chapter 34A, Part 2 of Title 24 for the specified SPC or NPC Except as provided in Section , a nonconforming hospital building that does not meet the structural and nonstructural requirements of Table and Table 11-1 shall not provide acute care services or beds after the compliance deadlines set forth in Section After these deadlines, the following shall apply. 60 JANUARY 1, 2008 SUPPLEMENT 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE

7 1. A nonconforming hospital building used as a hospital outpatient clinical services building shall not be classified as a hospital building. It shall comply with the provisions of Health and Safety Code Section It shall not be subject to the requirements of Title 24, Part 1, Chapter A nonconforming hospital building used as an acute psychiatric hospital or multistory skilled nursing facility or intermediate care facility shall be classified as a hospital building. However, it shall not be subject to the requirements of Title 24, Part 1, Chapter A nonconforming hospital building used as a single-story wood frame or light steel frame skilled nursing facility or intermediate care facility shall not be classified as a hospital building, and shall not be subject to the requirements of Title 24, Part 1, Chapter A nonconforming hospital building used for purposes other than those listed above shall not be classified as a hospital building; shall not be licensed pursuant to Health and Safety Code Section 1250(a); shall not be subject to the requirements of Title 24, Part 1, Chapter 6; and shall not be under the jurisdiction of the Office A hospital building from which acute care services and beds have been removed shall not provide such services unless it has been modified to comply with the requirements of SPC 5 and NPC 4 or 5. Prior to use for acute care service, the SPC and/or NPC of the hospital building shall be changed in accordance with Section Compliance requirements. All general acute care hospital owners shall comply with the seismic performance categories, both SPCs and NPCs, established in the seismic evaluation procedures, Articles 2 and 11 and set forth in Tables and 11.1, respectively Compliance deadlines. 1. After January 1, 2002, any general acute care hospital building which continues acute care operation must, at a minimum, meet the nonstructural requirements of NPC 2, as defined in Article 11, Table 11.1 or shall no longer provide acute care services. 2. After January 1, 2008, any general acute care hospital building which continues acute care operation must, at a minimum, meet the structural requirements of SPC 2, as defined in Article 2, Table or shall no longer provide acute care services. Exception: A general acute care hospital may request a delay of SPC 2 requirements if the conditions of Section are met. 3. After January 1, 2008, any general acute care hospital which continues acute care operation must, at a minimum, meet the nonstructural requirements of NPC 3, as defined in Article 11, Table 11.1 or shall no longer provide acute care services. Exception: A general acute care hospital may request an exemption from the anchorage and bracing requirements of NPC 3 if all the conditions of Section 1.5.2, Item 2, are met. 4. After January 1, 2030, any general acute care hospital building which continues acute care operation must, at a minimum, meet the structural requirements of SPC 3, 4 or 5, as defined in Article 2, Table and the nonstructural requirements of NPC 5, as defined in Article 11, Table 11.1 or shall no longer provide acute care services Delay in compliance. 1. The Office may grant the hospital owner an extension to the January 1, 2008 seismic compliance deadline for both structural and nonstructural requirements if compliance will result in diminished health care capacity which cannot be provided by other general acute care hospitals within a reasonable proximity. 1.1 Hospital owners requesting an extension in accordance with Section must submit an application form to the Office by January 1, The application form shall be accompanied by a statement explaining why the hospital is seeking the extension to the January 1, 2008 seismic compliance deadline. The statement shall include, at a minimum, the following information: (a) The length/duration of the extension request; (b) The hospital buildings requiring an extension; and (c) The acute care services that will be completely or partially unavailable if the extension is denied. 1.2 The hospital owner shall request an extension for seismic compliance in one year increments, up to a maximum of five years, beyond the mandated year of compliance. The hospital owner shall also submit an amended compliance plan and schedule in accordance with Section indicating when compliance will be obtained. 2. Any general acute care hospital located in Seismic Zone 3, as defined by Section 1627B.2 of the 1998 California Building Code, may request an exemption from the anchorage and bracing requirements of NPC 3 if all the following conditions are met: 2.1 The hospital must meet the anchorage and bracing requirements for NPC 2 by January 1, 2002; 2.2 The hospital shall submit a site-specific engineering geologic report, prepared in accordance with Section 1634A.1 of the 1995 California Building Code. The report shall include estimates of the effective peak ground acceleration (EPA) with a 10 percent probability of exceedance in 50 years; 2.3 The California Geological Survey (CGS) reviews and approves the findings of the site-specific engineering geologic report; 2.4 The site-specific engineering geologic report demonstrates that the estimated EPA with a 10 percent probability of exceedance in 50 years is less than 0.25 g; 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 61

8 2.5 The hospital owner requesting the exemption shall pay the actual costs of OSHPD and CGS for the review and approval of the site-specific engineering geologic report. 3. Any SPC-1 building which is part of the functional contiguous grouping of a general acute care hospital may receive a five-year extension to the January 1, 2008 deadline for both structural and nonstructural requirements under the following conditions: 3.1 The owner must apply for an extension with the Office no later than January 1, 2004; 3.2 The owner must submit an amended compliance plan to the Office by July 1, 2004; 3.3 The buildings must have met the NPC-2 nonstructural requirements by January 1, 2002; 3.4 At least one building within the contiguous grouping shall have obtained a building permit prior to 1973 and shall have been evaluated and classified as SPC-1 in accordance with Section 1.3; Exception: Hospital buildings that were classified as SPC-1 under Section must submit a structural evaluation report in accordance with Sections and by January 1, The basic service(s) from the building shall be: (a) Relocated to an SPC-3, 4, or 5/NPC-4 or 5 building by January 1, i. The building shall not be used for general acute care service after January 1, 2013, unless it has been retrofitted to an SPC-5/NPC-4 or 5 building; or (b) Continued in building if it is retrofitted to an SPC-5/NPC-4 or 5 building by January 1, 2013; 3.6 Any other SPC-1 building in the contiguous grouping other than the building identified in subsection must be retrofitted to at least an SPC-2/NPC-3 by January 1, 2013, or no longer used for acute care hospital inpatient services. 4. A post-1973 building classified as SPC-3 or 4 may receive an extension to the January 1, 2008, deadline for both the structural and nonstructural requirements, provided it will be closed to general acute care inpatient service by January 1, The basic services in this building shall be relocated to an SPC-5/NPC-4 or 5 building by January 1, 2013; 4.1 Any SPC-1 building in a functional contiguous grouping must be retrofitted to at least an SPC-2/NPC-3 by January 1, 2013, or no longer used for acute care hospital inpatient services. The following conditions apply to these hospital buildings: (a) The owner must apply for an extension with the Office no later than January 1, 2004; (b) The owner must submit an amended compliance plan to the Office by July 1, 2004; and (c) The buildings must have met the NPC-2 nonstructural requirements by January 1, A single building containing all of the basic services may receive a five-year extension to the January 1, 2008, deadline for both structural and nonstructural requirements under the following conditions: 5.1 The owner must apply for an extension with the Office no later than January 1, 2004; 5.2 The owner must submit an amended compliance plan to the Office by July 1, 2004; 5.3 The building shall have obtained a building permit prior to 1973 and shall have been evaluated and classified as SPC-1 in accordance with Section 1.3; Exception: Hospital buildings that were classified as SPC-1 under Section must submit a structural evaluation report in accordance with Sections and by January 1, The basic services from this building shall be: (a) Relocated to an SPC-3, 4, or 5/NPC-4 or 5 building by January 1, i. The building shall not be used for general acute care service after January 1, 2013, unless it has been retrofitted to an SPC-5/NPC-4 or 5 building; or (b) Continued in building if it is retrofitted to an SPC-5/NPC-4 or 5 building by January 1, Dispute resolution/appeals process. Dispute resolution and appeals shall be in conformance with Article 5, Chapter 7, Part 1 of Title Notification from OSHPD. 1. The Office shall issue written notices of compliance to all hospital owners that have attained the minimum required SPC and NPC performance levels by January 1, 2008, January 1, 2013, and January 1, 2030; 2. The Office shall issue written notices of violation to all hospital owners that are not in compliance with the minimum SPC and NPC performance levels by January 1, 2008, January 1, 2013, and January 1, 2030; and 3. The Office shall notify the State Department of Health Services of the hospital owners which have received a written notice of violation for failure to comply with these regulations. ARTICLE 2 PROCEDURES FOR STRUCTURAL EVALUATION OF BUILDINGS 2.0 General Structural evaluation procedure. 1. The structural evaluation process shall include the following steps: 62 JANUARY 1, 2008 SUPPLEMENT 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE

9 1.1 Site visit and data collection; 1.2 Identification of building type; 1.3 Completion of evaluation statements in appendix; 1.4 Follow-up field work, if required; 1.5 Follow-up analysis for False evaluation statements; 1.6 Final evaluation for the building; 1.7 Preparation of the evaluation report; and 1.8 Submittal of evaluation report to OSHPD. 2. A general acute care hospital facility building may be exempted from a structural evaluation upon submittal of a written statement by the hospital owner to OSHPD certifying the following conditions: 2.1 A conforming building as defined in Article 1, Section 1.2, may be placed into SPC 5 in accordance with Table under the following circumstances: (a) The building was designed and constructed to the 1989 or later edition of Part 2, Title 24, and (b) If any portion of the structure, except for the penthouse, is of steel moment resisting frame construction (Building Type 3, or Building Type 4 or 6 with dual lateral system, as defined in Section 2.2.3) and the building permit was issued after October 25, All other conforming buildings as defined in Article 1, Section 1.2, may be placed into SPC 4 in accordance with Table 2.5.3, except those required by Section to be placed in SPC 3 in accordance with Table 2.5.3, without the need for any structural evaluation. 2.3 Nonconforming buildings as defined in Article 1, Section 1.2 may be placed into SPC 1 in accordance with Table without any structural evaluation. 2.1 Site visit, evaluation and data collection procedures Site visit and evaluation. 1. The evaluator shall visit the building to observe and record the type, nature and physical condition of the structure. 2. The evaluator shall review an Engineering Geological Report on site geologic and seismic conditions. The report shall be prepared in accordance with Title 24, Section 1634A of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC. Exceptions: 1. Reports are not required for one-story, wood-frame and light steel-frame buildings of Type II or Type V construction and 4,000 square feet or less in floor area; 2. A previous report for a specific site may be resubmitted, provided that a reevaluation is made and the report is found by the Office to be currently appropriate. 3. Establish the following site and soil parameters: a. The value of the effective peak acceleration coefficient (A a ) from Figure 2.1 and 2.1a; b. The value of the effective peak velocity-related acceleration coefficient (A v ) from Figure 2.1 and 2.1a; c. The soil profile type (S 1,S 2,S 3 or S 4 ) derived from the geotechnical report or from Table 2.1; d. The site coefficient, (S ), from Table 2.1; and e. The ground motion parameters and near field effects in strong ground shaking required for the evaluation of welded steel moment frame structures per Sections , and Assemble building design data including: a. Construction drawings, specifications and calculations for the original building (Note: when reviewing and making use of existing analyses and structural member checks, the evaluator shall assess and report the basis of the earlier work); b. All drawings, specifications and calculations for remodeling work; and c. Material tests and inspection reports for nonconforming buildings. If the original drawings are available, but material test and inspection reports are not available, perform the testing program as specified in Section If structural drawings are not available, the site visit and evaluation shall be performed as described in Section , and structural data shall be collected using the procedures in Sections and During the site visit, the evaluator shall: a. Verify existing data; b. Develop other needed data (e.g., measure and sketch building as outlined in Section 2.1.2); c. Verify the vertical and lateral systems; d. Check the condition of the building; and e. Identify special conditions, anomalies and oddities. 6. Review other data available such as assessments of building performance following past earthquakes. 7. Prepare a summary of the data using an OSHPDapproved format. 8. Perform the evaluation using the procedures in Sections 2.2 through Prepare a report of the findings of the evaluation using an OSHPD-approved format CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 63

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11 P-delta effects. The resulting member forces and moments and the story drifts induced by P-delta effects shall be considered in the evaluation of overall structural frame stability. P-delta need not be considered if the drift satisfies the Quick Check for Drift given in Section Foundations. The foundation shall be capable of transmitting the base shear and the overturning forces defined in this article from the structure into the supporting soil. The short-term dynamic nature of the loads may be taken into account in establishing the soil properties Soil capacities. The capacity of the foundation soil in bearing or the capacity of the soil interface between pile, pier or caisson and the soil shall be sufficient to support the structure with all prescribed loads, other than earthquake forces, taking due account of the settlement that the structure is capable of withstanding. For the load combination including earthquake, the soil capacities must be sufficient to resist loads at acceptable strains considering both the short time of loading and the dynamic properties of the soil. Allowable soil capacities multiplied by a factor of 2.0 may be used, except that values for sliding friction may not be increased Structural materials. The strength of concrete foundation components subjected to seismic forces alone or in combination with other prescribed loads and their detailing requirements shall be determined from the provisions of ACI 318. Reductions to foundation component capacities shall be made where components do not meet the requirements of ACI Deformation and drift. When deformations and drift limits need to be checked, such as for frames failing the Quick Check of Drift and slender seismic resisting systems of any type, compute the elastic deformations caused by the required forces and then multiply by the factor C d to determine the total deformations. Interstory drifts shall not exceed h sx, where h sx is the story height below level x. For purposes of this drift analysis only, it is permissible to use the computed fundamental period (T ) of the building without the upper bound limitation specified in Section when determining drift level seismic design forces Demand on diaphragms. The deflection in the plane of the diaphragm shall not exceed the permissible deflection of the attached elements as determined by the evaluator. Permissible deflection permits the attached element to maintain its structural integrity under the individual loading and continue to support the prescribed loads without endangering the occupants of the building. Floor and roof diaphragms shall be designed to resist a minimum force equal to 0.5A V times the weight of the diaphragm and other elements attached to the building plus the portion of the seismic shear force at that level, (V x ), required to be transferred to the components of the vertical seismic-resisting system because of offsets or changes in stiffness of the vertical components above and below the diaphragm. Diaphragms shall provide for both the shear and bending stresses resulting from these forces. Diaphragms shall have ties or struts to distribute the wall anchorage forces into the diaphragm as prescribed in Section of the 1994 NEHRP Recommended Provisions Demand on parts and portions of the building. Parts and portions of structures and permanent nonstructural components and equipment supported by a structure and their attachments, as identified in the building evaluation procedures, shall be evaluated to verify that they are capable of resisting the seismic forces specified below. All attachments or appendages, including anchorages and required bracing, shall be evaluated for seismic forces. Nonrigid equipment, the structural failure of which would cause a life-safety hazard, also shall be evaluated. Each element or component evaluated shall be capable of resisting a total lateral seismic force, F p, where: F p = 0.67(A V C C W C ) (2-10) where: A v = the velocity-related acceleration coefficient given in Figures 2.1 and 2.1a. C c = a coefficient given in Table W c = the weight of the element or component. The NPC of the building shall be determined using the procedures in Article 11. Parts of structure Nonstructural components TABLE SEISMIC COEFFICIENT, C c Walls: Unbraced (cantilevered parapets and walls) Other exterior walls at and above the ground floor All interior bearing and nonbearing walls and partitions Quick checks of strength and stiffness. Evaluation statements may require quick check estimates of the strength and stiffness of the building. C c Masonry or concrete fences over 6 feet high 0.9 Penthouse (except where framed by an 0.9 extension of the building frame) Connections for prefabricated structural elements other than walls with force applied at the center of gravity Exterior and interior ornamentations and appendages Chimneys, stacks, trussed towers and tanks: Supported on or projecting as an unbraced cantilever above the roof more than one-half its total height All others including those supported below the roof with unbraced projection above the roof less than one-half its height or braced or guyed to the structural frame at or above its center of mass Mechanical, plumbing and electrical equipment Anchorage for suspended ceilings and light fixtures CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 73

12 To check the average shear stress or drift for upper stories in addition to the first story, the story shear for an upper story may be approximated as follows: n j W j V j V n W 12. (2-11) 1 where: j = number of story level under consideration. n = total number of stories above ground level. V = base shear from Equation 2-3. V j = maximum story shear at story Level j. W = total seismic dead load. W j = total seismic dead load of all stories above Level j (see Section 2.4.1) Story drift for moment Frames.The following equation for the drift ratio is applicable only to regular, multistory, multibay frames with columns continuous top and bottom: kb kc h DR K K E VC c d b c (2-12) 12 where: C d = deflection amplification factor from Table DR = drift ratio = interstory displacement divided by interstory height. E = modulus of elasticity (ksi). h = story height (in.). I = moment of inertia (in. 4 ). k b = I/L for the beam. k c = I/h for the column. L = center-to-center length (in.). V c = shear in the column (kips). For reinforced concrete frames, use appropriate cracked section properties pursuant to ACI or later. For other configurations of frames, compute the drift ratio from the principles of structural mechanics Shearing stress in concrete frame columns. The equation for a quick estimate of the average shearing stress, (v avg ), in the columns of concrete frames is as follows: n V c j vavg N c n f A (2-13) c where: A c = summation of the cross-sectional area of all columns in the story under consideration. n c = total number of columns. n f = total number of frames in the direction of loading. V j = story shear from Equation Equation 2-13 assumes that nearly all of the columns in the frame have similar stiffness. For other configurations of frames, compute the shear stress in the concrete columns from the principles of structural mechanics Shearing stress in shear walls. The equation for a quick estimate of the average wall shear stress (v avg ) is as follows: V j vavg (2-14) Aw where: A w = summation of the horizontal cross-sectional area of all shear walls in the direction of loading. The wall area shall be reduced by the area of any openings. For masonry walls, use the net area. For wood-framed walls, use the length rather than the area. V j = story shear at the level under consideration determined from Equation The allowable stresses for the various types of shear wall building are given in Section 5.1 for concrete shear walls, Section 5.3 for reinforced masonry shear walls, Section 5.4 for unreinforced masonry shear walls and Section 5.6 for wood shear walls Diagonal bracing. The equation for a quick estimate of the average axial stress in the diagonal bracing (f br ) is as follows: V j Lbr fbr sn (2-15) br Abr where: A br = the average area of a diagonal brace (in. 2 ). L br = average length of the braces (ft). N br = number of braces in tension and compression if the braces are designed for compression; if not, use the number of braces in tension, if the braces are not designed for compression. s = average span length of braced spans (ft). V j = maximum story shear at each level (kips) Procedure for evaluating unreinforced masonry bearing wall buildings. Unreinforced masonry bearing wall buildings shall automatically be placed in SPC Element capacities. Calculate element capacities on the ultimate-strength basis of the 1994 NEHRP Recommended Provisions. When calculating capacities of deteriorated or damaged elements, the evaluator shall make appropriate reductions in the material strength, the section properties and any other aspects of the capacity affected by the deterioration Wood. The basic document is Chapter 9 of the 1994 NEHRP Recommended Provisions, as modified in Section 5.6 of these regulations Steel. The basic document is Chapter 5 of the 1994 NEHRP Recommended Provisions, as modified in Articles 4 and 6 of these regulations Concrete. The basic document is ACI Because this document is on an ultimate-strength basis, the 1994 NEHRP Recommended Provisions specifies special load fac- 74 JANUARY 1, 2008 SUPPLEMENT 2007 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE

13 tors that include the factor of 1.0 for earthquake effects (see Equations 2-1 and 2-2) Masonry. The basic document is Chapter 8 of the 1994 NEHRP Recommended Provisions, as modified in Article 5 of these regulations Dynamic analysis. Unless otherwise noted, the procedures given in Articles 3 through 10 use the equivalent lateral force procedure. The use of a dynamic analysis procedure is required for the following: 1) Buildings 240 feet or more in height; 2) Buildings with vertical irregularities caused by significant mass or geometric irregularities; 3) Buildings where the distribution of the lateral forces departs from that assumed in the equivalent lateral force procedure; and 4) Where required by the evaluation statements in Articles 3 through 10. Dynamic analysis procedures shall conform to the criteria established in this section. The analysis shall be based on an appropriate ground motion representation as specified in this section and shall be performed using accepted principles of dynamics. Structures that are evaluated in accordance with this section shall comply with all other applicable requirements Ground motion. The ground motion representation shall be an elastic response spectra developed for mean values for the specific site, in accordance with the procedures in Title 24, Section 1629A.2 of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC Mathematical model. A mathematical model of the physical structure shall represent the spatial distribution of the mass and stiffness of the structure to calculate the significant features of its dynamic response. A three-dimensional model shall be used when the dynamic analysis involves a structure with an irregular plan configuration and rigid or semirigid diaphragms Analysis procedure Response spectrum analysis. An elastic dynamic analysis of a structure shall use the peak dynamic response of all modes having a significant contribution to total structural response. This requirement may be satisfied by demonstrating that for the modes considered, at least 90% of the participating mass of the structure is included in the calculation of response in each principal horizontal direction. Peak modal responses are calculated using the ordinates of the appropriate response spectrum curve that corresponds to the modal periods. Maximum modal contributions shall be combined in a statistical manner using recognized combination methods to obtain an approximate total structural response Scaling of results. When the base shear for a given direction is less than that required by the equivalent lateral force procedure, the base shear shall be increased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces and moments, shall be increased proportionately. When the base shear for a given direction is greater than that required by the equivalent lateral force procedure, the base shear may be decreased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces, and moments, may be decreased proportionately Post-yield analyses. Post-yield analyses of a simplified model of the building may be made to estimate the nonlinear displacements of the structural system. If the analyses is made with a two-dimensional planar model, the additive torsional displacement shall be established through methods that are equivalent to those used for response spectra analyses. The displacements or rotations of structural members estimated by the post-yield analysis shall be compared with relevant experimental data to determine the adequacy of the member or system Torsion. The analysis shall account for torsional effects, including accidental torsional effects, as prescribed in Section Where three-dimensional models are used for analysis, effects of accidental torsion shall be accounted for by appropriate adjustments in the model such as adjustment of mass locations or by equivalent static procedures such as provided in Section Acceptance criteria. The elements to be analyzed are specified in the procedures given in Articles 3 through 10. The total demand, Q, is calculated by Equation 2-1 or 2-2 as modified below. The capacity, C, is calculated according to the procedures of Section The basic acceptance criterion is: Q C (2-17) Where elements or portions of a lateral force resisting system are expected to behave in a less ductile manner than the system as a whole, the term Q E in Equation 2-1 or 2-2 shall be modified or special calculations be made to account for the different failure modes of the various elements. Modification of Q E, and special calculation procedures and when they shall be used, are described in Articles 3 through 8. If all significant elements meet the basic acceptance criteria as specified herein, no further analysis is needed Assessment of element deficiencies. The result of the checks specified in Articles 3 through 10 will show whether or not the elements meet the requirements of the 1994 NEHRP Recommended Provisions as modified herein. For those elements not meeting the specified acceptance criteria, the relative hazard or seriousness of the deficiencies shall be assessed. Deficiencies shall be ranked according to: 1) Degrees of overstress (both total and seismic); 2) Element importance in the load path; and 3) Building, ductile and element stability. 2.5 Final evaluation Review the statements and responses. Upon completion of the analysis and field work, the evaluator shall review the evaluation statements and the responses to the statements to ensure that all of the concerns have been addressed Assemble and review the results of the procedures. Upon completion of the procedures given in Articles 3 through 10, the evaluator shall assemble and review the results Q versus C. The criterion Q C is an indication of whether an element meets the requirements of the CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE JANUARY 1, 2008 SUPPLEMENT 75